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Home My WebLink AboutFREIGHT DEPOT PUD - PRELIMINARY - 29-95 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYCenter For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2..1 Page 1 MMMMMMMMMMMMMMMYMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMXMMMMMMMMMMMM File Name ................ Streets: (N-S) mason (E-W) access Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... mjd Date of Analysis.......... 6/16/95 � n Other Information......... existing .short Two-way Stop -controlled Intersection Northbound I Southbound Eastbound Westbound L T R; L T R; L T R; L T R No. Lanes ; 0 2< 0; 0 0 0; 0 0 0; 0 0 1 Stop/Yield ; Ni -N; 1 Volumes 290 51 20 PHF .95 .95; -i .95 Grade 0 I 0 0 ; 0 SU/RV's (%); 0 0; i 0 PCE's , 1.1 1.11 ; 1.1 ------------------------------- Adjustment Factors Vehicle Critical Follow-up - Maneuver Gap (tg)------------Time (tf) ---- -------------------------------------------'- Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road - 6.50 3.30 Left Turn Minor Road 7.00 3.40, Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2:1 Page 2 YYYYXXXXXXYYYXXXXXYXXYYYYXXXXXXXXYXYYYYYYYYYYXYYXYXXXXYYYYYYYXXX i WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street -WB EB ----------------------------------------------------- Conflicting Flows: (vph) 148 Potentials Capacity: (pcph) 1165 Movement Capacity: (pcph) 1165 - Prob. of Queue -free State: -------------------------------------------------------- 0.98 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 I XYYXXXYYXXXXYXXXXYYYXXYYYXXXYXXXYXXXYYXXXXY##XY##YYYXXYYXXXYXXX Intersection Performance Summary FiowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS " By App -------- ------ ------ ------ ------------ ------ WB R 23 1165 3.2 A Intersection Delay = 0.4 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 X XXMMMMMxXXXMXXxMMXMXXXMXXXMMMMMXXMXMXMMMMMMMMXMMMMMMMM##MMMMXMx File Name ................ Streets: (N-S) mason (E-W) access Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... mjd Date of Analysis.......... 6/16/95 Other Information......... existing short Two-way Stop -controlled Intersection Northbound I Southbound Eastbound Westbound L T R; L T R; L T R; L T R __-_ ____ ---- i---- ____ ---- i---- ____ ---- i---- No. Lanes 0 2< 0; 0 0 0; 0 0 0; 0 0 1 Stop/Yield N; N; ; Volumes 150 15; 5 PHF ; .95 .95; ' .95 Grade 0 ; 0 0 ; 0 MC's (%) 0 0; 0 SU/RV's (%); 0 0; ; 0 CV's (%) 0 0; ; 0 PCE's 1.1 1.1; ; ; 1.1 ------------------------------------------------------------------------ Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 zMMzxzxXMZMXzxzXzzzzMzzxMMxXXxzzxMxzxzXXXMMX#XZMM#XXx#XzxMzzzxzx WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB ES Conflicting Flows: (vph) 82 Potential Capacity: (pcph) 1258 Movement Capacity: (pcph) 1258 Prob. of Queue -free State: 1.00 ------------------------------------------------------- Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 #XXXXXXXXXX#XXXXXXXXX#XXXXXXXXYX##XXXX#XXXxXX#XXXXMXXXXXXXXXXXXX Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ ------------ ------ ------- WB R 6 1258 2.9 A Intersection Delay = 0.5 Center For Microcomputers In Transportation Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 HCS: Unsignalized Intersection Release 2.1 Page 2 ZiiiZXXXYYYiYZZiiZZYYXXYiYYiiiZi#ZZXXX#XXXXYXiXXiZZ##XYYY#YYXYKZ#YXXXYiXXXiX#XX#YiiYYZZZiZYYYXiiiZZiZZZXXXiiiiiiZZZZXXXiXYiYiiZZ File Name ................ Streets: (N-S) mason (E-W) maple Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... mjd Date of Analysis.......... 6/16/95 `i M Other Information.......... existing short Two-way Stop -controlled Intersection ---------- ---- Northbound I ; Southbound ; Eastbound Westbound L T R; L T R; L T R; L T R �____ -___--- -i---- ____ ___ ___ ________1____ _-_- No. Lanes 1 0> 2< 0; 0 0 0: 1 1 0; 0 1 1 Stop/Yield N; N; Volumes 45 210 35; 5 75 i 150 35 PHF .95 .95 .95; ! .95 .95 .95 .95 Grade 0 0 0 0 MC's (%) 0 0 01 0 0 0 0 SU/RV's (%); 0 0 0; I 0 0 0 0 CV's (%) 0 0 0; 0 0 0 0 PCE's 1.1 1.1 1.1; 1.1 1.1 ; 1.1 1.1 ------------------------------------------ Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) __________________________________________________________________ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor- Road 7.00 3.40 WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 122 Potential Capacity: (pcph) 1201 Movement Capacity: (pcph) 1201 Prob. of Queue -free State: 0.97 -------------------------------------------------------- Step 2: LT from Major Street SB NB ____,____________________________________________________ Conflicting Flows: (vph) 0 - Potential Capacity: (pcph) 1714 Movement Capacity: (pcph) 1714 Prob. of Queue -free State: 0.97 TH Saturation Flow Rate: (pcphpl) 3400 RT Saturation Flow Rate: (pcphpl) 1700 Major LT Shared Lane Prob. of Queue -free State: 0.97 -------------------------------------------------------- Step 3: TH from Minor Street WB EB ------------------------------------------------------- Conflicting Flows: (vph) 272 290 Potential Capacity: (pcph) 756 738 Capacity Adjustment Factor due to Impeding Movements 0.97 0.97 Movement Capacity: (pcph) 731 713 Prob. of Queue -free State: 0.76 0.88 -------------------------------------------------------- Step 4: LT from Minor Street WS EB ------------------------------------------------------- Conflicting Flows: (vph) 330 Potential Capacity: (pcph) 651 Major LT..Minor TH Impedance Factor: 0.74 Adjusted Impedance Factor: 0.80 Capacity Adjustment Factor due to Impeding Movements 0.77 Movement Capacity: (pcph) --------------------'-----------------'------------- 501 Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App ________ ______ ______ ______ EB L 6 501 ____________ 7.3 ______ 8 ------- EB T 87 713 5.8 B 5.8 WB T 174 731 6.5 B 5.8 WB R 41 1201 3.1 A NB L 52 1714 2.2 A 0.3 Intersection Delay = 3.0 Center For Microcomputers In Transportation HCS: Unsignalized Intersection- Release 2.1 Page 1 XXXX#XXXMX#XXXX#XXXXXXXXXXXXXX#XXXX#XXX#X#XX#XX#XXXXXXX XXXX#XXXX File Name ................ Streets: (N-S) mason (E-W) maple Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... mjd Date of Analysis.......... 6/16/95 Other Information......... existing short A M Two-way Stop -controlled Intersection 1, Northbound Southbound Eastbound Westbound L T R; L T R; L T R.; L T R ---- ---- ----I---- --------; ---- --------' ---- ---- ---- No. Lanes '; 0> 2< 0; 0 0 0; 1 1 0; 0 1 1 Stop/Yield ; N; N; Volumes 1 30 90 30; - 5 100 110 5 PHF .95 .95 .95; .95 .95 ; .95 .95 Grade 0 0 0 0 MC's (%) ; 0 0 0; ; 0 0 0 0 SU/RV's (%); 0 0 0; 0 0 0 0 CV's (%) 0 0 0; 0 0 0 0 PCE's 1.1 1.1 1.11 1.1 1.1 1.1 1.1 ________________________________________________________________________ Adjustment Factors Vehicle Critical Follow-up Maneuver (tg)____-__-_---Time (tf) ---- ----------------------------- Left Turn Major --__-_---Gap Road ----- 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 #XXXXXXXXXXXXXXXXXXZXXXXXXXZXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXZXXM.'X WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street W8 EB Conflicting Flows: (vph) 60 Potential Capacity: (pcph) 1291 Movement Capacity: (pcph) 1291 Prob. of Queue -free State: 1.00 -------------------------------------------------------- Step 2: LT from Major Street SB NS ------------------------------------------------------- Conflicting Flows: (vph) 0 Potential Capacity: (pcph) 1714 Movement Capacity: (pcph) 1714 Prob. of Queue -free State: 0.96 TH Saturation Flow Rate: (pcphpl) 3400 RT Saturation Flow Rate: (pcphpl) - 1700 Major LT Shared Lane Prob. of Queue -free State: 0.98 ------------------------------------------------------ Step 3: TH from Minor Street WB EB ________________________________________________________ Conflicting Flows: (vph) 135 150 Potential Capacity: (pcph) 909 891 Capacity Adjustment Factor due to Impeding Movements 0.98 0.98 Movement Capacity: (pcph) 889 872 Prob. of Queue -free State- 86 087 -------------0____------_ j Step 4: LT from Minor Street WB EB ------------------------------------------------------ Conflicting Flows: (vph) 174 ' Potential Capacity: (pcph) 820 Major LT, Minor TH Impedance Factor: 0.84 Adjusted Impedance Factor: 0.88 Capacity Adjustment Factor due to Impeding Movements 0.87 Movement Capacity: (pcph) ------------------------ _ ------ __________________________ 714 Intersection Performance Summary i FlowRate MoveCap SharedCap Avg.Total Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS ________ ______ ______ ______ EB L 6 714 ------------ 5.1 ------ B EB T 416 872 4.8 A WB T 128 889 4.7 A WB R 6 1291 2.8 A NB L 35 1714 2.1 A Intersection Delay = 3.0 Delay By APp 4.8 4.6 0.4 HCM: SIGNALIZF,O INTEHRSECTION SUMMARY Version 2.4 01-04-1980 Center or Microcomputers In r•ans portation Streets: (E-W) laporte (N-S) mason Analyst: Matt Delich File Name: Area Type: CBD 6-16-95 am pm Comment: existing short Eastbound Westbound Northbound Southbound L T R I L T R; L T R; L T R �---- --- - --- -- ---- ----'---- ---- ---- No. Lanes 1 2 2 < > 2 < Volumes 35 235 135 35: 45 95 50 PHF or PK1510.95 0.95 i 0.95 0.95;0.95 0.95 0.951 Lane Width 112.0 12.0 ; 12.0 12.0 Grade 0 ; 0 0 % Heavy Veh; 1 1 1 1; 1 1 1 Parking ;(Y/N) Y 20 ;(Y/N) Y 20 ;(Y/N) Y 20 Bus Stops 0; 01 0 Con. Peds 0; 0; 0; 0 Ped Button ;(Y/N) N ;(Y/N) N ;(Y/N) N ; Arr Type 1 3 3 3 3; 3 3 3 RTOR Vols ; 0; 0; 0; Lost Time 13.00 3.00 3.00 3.00;3.00 3.00 3.00 Prop. Share; -1 -1; -1 -1; -1 -1; Prop- Prot.; -2; -2; -2; ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left ;NB Left Thru * Thru Right Right Peds Peds WB Left ;SB Left Thru * Thru Right * Right Peds Peds NB Right ;EB Right S8 Right ;WB Right Green 30.0P ;Green 45.OP Yellow/AR 5.0 ;Yellow/AR 5.0 Cycle Length: 85 secs Phase combination order: #1 #5 ----------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C .Approach: Mvmts- Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB L 407 1080 0.091 0.376 13.0 8 13.6 B T 1147 3048 0.226 0.376 13.7 B WB TR 1111 2952 0.169 0.376 13.4 8 13.4 B NB LTR 1601 2895 0.131 0.553 7.0 B 7.0 8 Intersection Delay = 11.6 sec/veh Intersection LOS = B Lost Time/Cycle. L = 6.0 sec Critical v/c(x) = 0.169 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-04-1980 enter or Microcomputers In Transportation -------------------------------------------------------------------'--- ----------------------------------------------------------------------- Streets: (E-W) laporte (N-S) mason Analyst: Matt Delich File Name: j Area Type: CBD 6-16-95 am Comment: existing short Eastbound Westbound ; Northbound , Southbound L T R ; -L T R ; L T R ; L T R ---- ------------ ------------ -------- '---- ---- ---- No. Lanes 1 2 2 < ; > 2 < Volumes 30 225 255 40; 95 225 105 PHF or PK1510.95 0.95 0.95 0.95:0.95 0.95 0.95; Lane Width 112.0 12.0 12.0 ; 12.0 Grade 0 0 0 % Heavy Veh; 1 1 1 1; 1 1 .1; Parking ;(Y/N) Y 20 ;(Y/N) Y 20 ;(Y/N) Y 20 Bus Stops ; 0; 0; 0; Con. Peds ; 0; 0; 0; 0 Ped Button i(Y/N) N ;(Y/N) N ;(Y/N) N Arr Type 3 3 3 3; 3 3 3; RTOR Vols ; 0; 0; - 0 Lost Time ;3.00 3.00 3.00 3.00:3.00 3.00 3.00; Prop. Share; -1 -1; -1 -1; -1 -1; Prop. Prot.; -2; -2; -2; ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left * ;NB Left Thru * ; Thru Right ' Right Peds ; Peds WS Left ;SB Left Thru * ; Thru Right * Right Peds ; Peds NB Right ;EB Right SB Right ;WB Right Green 30.OP ;Green 45.OP Yellow/AR 5.0 ;Yellow/AR 5.0 Cycle Length: 85 secs Phase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB L 300 797 0.107 0.376 13.1 B 13.6 B T 1147 3048 0.217 0.376 13.7 8 WB TR 1123 2984 0.289 0.376 14.1 B 14.1 B NB LTR 1604 2901 0.293 0.553 7.7 B 7.7 B Intersection Delay = 11.2 sec/veh Intersection LOS = 8 Lost Time/Cycle. L = 6.0 Sac Critical v/c(x) = 0.292 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-04-1980 Center For Microcomputers In Transportation Streets: (E-W) (E-W) laprorte/+szse WAta U-r (N-S) college Analyst: Matt Delich File Name: Area Type: CBO 6-16-95 am pm Comment: existing short Eastbound Westbound Northbound Southbound L T R L T R ; L T R ; L T R ---- --------;---- ---- ----;---- ---- ----;---- ---- ---- No. Lanes 1 1 1 1 1< 1 2 \ 1 2< Volumes 105 130 65; 20 50 20; 75 28060; 20 465 50 PHF or PK15;0.95 0.95 0.95:0.95 0.95 0.95:0.95 0.95 0.9510.95 0.95 0.95 Lane Width ;12.0 12.0 12.0112.0 12.0 112.0 12.0 ;12.0 12.0 Grade 0 0 0 ; . 0 % Heavy Veh; 1 1 1;, 1 1 1; 1 2 1; 1 2 1 Parking ;(Y/N) N ;(Y/N) N ;(Y/N) Y 20 ;(Y/N) Y 20 Bus Stops ; 0; 0; - 0; 0 Con. Pads 0; 0; 0; 0 Ped Button ;(Y/N) N ;(Y/N) N ;(Y/N) N ;(Y/N) N Arr Type ; 3 3 3; 3 3 3; 3 3 3; 3 3 3 RTOR Vols 0; 0; 0; 0 Lost Time ;3.00 3.00 3.00;3.00 3.00 3.00:3.00 3.00 3.0013.00 3.00 3.00 Prop. Share; -1 -11 -1 -1; -1 -1; -1 -1 Prop. Prot.; -2; -2; -2; -2 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left * ;NB Left Thru * Thru Right * ; Right Peds _ ; Peds WB Left * 'SB Left Thru * Thru Right * Right Peds Peds NB Right ;EB Right 38 Right ;WB Right Green 22.OP ;Green 6.OP 41.OP Yellow/AR 5.0 ;Yellow/AR 5.0 6.0 Cycle Length: 85 secs Phase combination order: #1 #5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ---- ---- ------- ----- --- - ----- --- ----- -- EB L 360 1275 0.308 0.282 18.4 C 18.1 C T 478 1693 0.287 0.282 18.2 C R 406 1439 0.167 0.282 17.5 C WB L 280 991 0.075 0.282 17.0 C 17.3 C TR 458 1622 0.162 0.282 17.4 C NB L 381 1608 0.207 0.224 4.6 A 7.9 B TR 1520 2936 0.247 0.518 8.6 B SB L 515 1608 0.041 0.224 4.2 A 9.2 B TR 1538 2972 0.370 0.518 9.4 B Intersection Delay = 11.3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/o(x) = 0.366 -------------------------------------------_------------------------ HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-04-1980 Center For Microcomputers In Transportation ----------------------------------------------------------------------- Streets: (E-W) laporte/}app-reW AC/JU i (N-S) college Analyst: Matt Delich File Name: Area Type: CBO �6-16-95 am pm Comment: existing short _ ----------------- Eastbound ; Westbound ; Northbound ; Southbound L T R L T R; L T R; L T R ---- ----'---- ---- ---- No. Lanes 1 1 1 1 1 < 1 2 < 1 2 < Volumes 85 125 135; 80 100 45; 125 645 105: 50 580 80- PHF or PK15;0.95 0.95 0.95;0.95 0.95 0.95:0.95 0.95 0.9510.95 0.95 0.95 Lane Width ;12.0 12.0 12.0;12.0 12.0 ;12.0 12.0 ;12.0 12.0 Grade ; 0 ; 0 ; 0 ; 0 . % Heavy Veh; 1 1 1; 1 1 1; 1 2 1: 1 2 1 Parking ;(Y/N) N ;.(Y/N) N ;(Y/N) Y 20 ;(Y/N) Y 20 Bus Stops ; 0; 0; 0; 0 Con. Pads ; 0; 0; 0; 0 Ped Button :(YIN) N ;(Y/N) N :(Y/'N) N ;(Y/N) N Arr Type 3 3 3; 3 3, 3; 3 3 3; 3 3 3 RTOR Vols ; 0; 0; 0; 0 Lost Time ;3.00 3.00 3.00;3.00 3.00 3.0013.00 3.00 3.00:3.00 3.00 3.00 Prop. Share; -1 -1; -1 -1; -1 -11 -1 -1 Prop. Prot.; -2; -2; -2; -2 --------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left * ;NB Left Thru * ; Thru Right * Right Peds Peds WB Left * ;SB Left Thru * Thru Right * ; Right Peas Peds NB Right ;EB Right SB Right ;WB Right Green 22.OP ;Green 6.OP 41.OP Yellow/AR 5.0 ;Yellow/AR 5.0 6.0 Cycle Length: 85 secs Phase combination order: #1 #5 #6 ---------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- --- -- ----- --- EB L 263 931 0.339 0.282 18.7 C 18.5 C T 478 1693 0.276 0.282 18.1 C R 406 1439 0.349 0.282 18.7 C WB L 286 1012 0.294 0.282 18.3 C 18.5 C TR 456 1614 0.334 0.282 18.5 C NB L 295 1608 0.447 0.2<24 5.9 B 10.1 8 TR 1529 2954 0.542 0.518 10.8 B SB. L 262 1603 0.202 0.224 5.1 B 9.8 8 TR 1534 2963 0.476 0.518 10.2 B Intersection Delav = 12.1 sec/veh Intersection LOS = 8 Lost Tirne/Cycle, L = 9.0 sec Critical v/c(x) = 0.516 ------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-04-1980 Center For Microcomputers In Transportation ----------------------------------------------------------------------- Streets: (E-W) maple/jefferson (N-S) college Analyst: Matt Delich File Name: Area Type: CBD 6-16-95 am pm Comment: existing short I Eastbound Westbound Northbound Southbound L T R ; L T R L T. R ; L T R ---- --------;---- ---- ----I---- ---- ---- I---- No. Lanes ; 1 1 1> 1 1 ; 1 .2 < ; 1 2 < Volumes 35 55 30; 35 80 225; 25 300 70; 360 530 25 PHF or PK1510.95 0.95 0.95:0.95 0.95 0.95:0.95 0.95 0.95;0.95 0.95 0.95 Lane Width ;12.0 12.0 12.01 12.0 12.0;12.0 12.0 ;12.0 12.0 Grade 0 0 i 0 ; 0 % Heavy Veh; 1 1 1.; 1 1 4; 1 2 1; 4 2 1 Parking ;(Y/N) Y 20 ;(Y/N) N ;(Y/N) Y 20 ;(Y/N) N Bus Stops ; 0; 0; 0; 0 Con. Peds ; 0; 0; 0; 0 Ped Button :(YIN) N ;(Y/N) N :(YIN) N ;(Y/N) N Arr Type 3 3 3; 3 3 3; 3 3 .31 3 3 3 RTOR Vols 0; 0; 0; 0 Lost Time 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.00;3.00 3.00 3.00 Prop. Share; -1 -1; -1 -11 -1 -i; -1 -1 Prop. Prot.; -2; -2; -2; -2 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left * ;NB Left Thru * Thru Right * ; Right Peds ; Peds WB Left * ;SB Left Thru * Thru Right * Right Peds ; Peds NB Right IEB Right SB Riaht ,WB Right Green 26.OP ;Green 35.OP 29.OP Yellow/AR 5.0 ;Yellow/AR 0.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts ----- Cap ---- Flow ------- Ratio Ratio Delay LOS Delay LOS EB L 291 1038 --- 0.127 ----- ----- 0.280 20.4 --- C ----- 20.3 --- C T 474 1693 0.122 0. 280 20.4 C R 403 1439 0.079 0.280 20.1 C WB LT 438 1563 0.276 0.280 21.4 C 11.4 8 R 881 1398 0.269 0.630 6.3 B NB L 140 452 0.186 0.310 19.3 C 21.2 C TR 909 2932 0.450 0.310 21.'3 C S8 L 668 1562 0.567 0.670 '.3 B 6.1 8 TR 2200 3333 0.279 0.660 5.4 8 Intersection Delay = 11.5 sec/veh Intersection LOS = 8 Lost _______________________________________________________________________ Time/Cycle. L = 9.0 sec Critical v./c(x) = 0.505 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-04-1980 Center For Microcomputers In Transportation ----------------------------------------------------------------------- ----------------------------------------------------------------------- Streets: (E-W) maple/Jefferson (N-S) college Analyst: Matt Delich File Name: Area Type: CBD 6-16-95 am Comment: existing short Eastbound Westbound Northbound 1 Southbound L T R L T R L T R L T R No. Lanes ; 1 1 1; > 1 1; 1 2< ; 1 2<-_-- Volumes ; 30 60 50; 75 95 410; 45 635 75; 310 530 45 PHF or PK15;0.95 0.95 0.9510.95 0.95 0.95;0.95 0.95 0.95:0.95 0.95 0.95 Lane Width ;12.0 12.0 12.0; 12.0 12.0;12.0 12.0 ;12.0 12.0 Grade 0 0 ; 0 0 % Heavy Veh; 1 1 1; 1 1 4; 1 2 i; 4 2 1 Parking :(YIN) Y 20 ;(Y/N) N ;(Y/N) Y 20 :(YIN) N Bus Stops - 0; 0; 0; 0 Con. Peds 0; 0; 0; 0 .Ped Button ;(Y/N) N :(YIN) N ;(Y/N) N ;(Y/N) N Arr Type ; 3 3 3; 3 3 3; 3 3 3i 3 3 3 RTOR Vols - 0; 0; 0; 0 Lost Time ;3.00 3.00 3.00;3.00 3.00 3.00:3.00 3.00 3.00;3.00 3.00 3.00 Prop. Share; -1 -1; -1 -1; -1 -1; -1 -1 Prop. Prot.; -2; -2; -2; -2 ---------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left ' ;NB Left Thru * ; Thru Right * ; Right Peds Peds WB Left * ;SB Left Thru * ; Thru Right * ; Right Peds Peds NB Right ;EB Right SB Right ;WB Right Green 26.OP ;Green 27.OP 47.OP Yellow/AR 5.0 ;Yellow/AR 0.0 5.0 Cycle Length: 110 secs Phase combination order: Al M5 N6 --------- ----- ------------------ ------------ Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ----------- ----- ----- ----- --- ----- --- EB L 196 771 0.163 0.255 24.3 C 24.2 C T 431 1693 0.146 0.255 24.1 C R 366 1439 0.145 0.255 24.1 C WB LT 369 1451 0.485 0.255 27.3 D 19.5 C R 699 1398 0.618 0.500 16.3 C NB L 188 423 0.249 0.445 14.6 6 17.8 C TR 1322 2968 0.593 0.445 18.0 C SB L 433 1562 0.753 0.464 22.3 C 10.8 8 TR 2289 3313 0.277 0.691 5.0 A Intersection Delay- 16.0 sec/veh Intersection LOS = C Lost Time/Cycle. L = 9.0 sec Critical v/c(x) = 0.649 _______________________________________________________________________ ,� F'o APPENDIX C IF': Center For Microcomputers In Transportation Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 HCS: Unsignalized Intersection Release 2.1 Page 2 #######YXX##########Y## File Name ................ Streets: (N-S) mason (E-W) maple Major Street Direction.... NS WorkSheet for TWSC Intersection Length of Time Analyzed... 60 (min) Analyst ................... mjd Step 1: RT from Minor Street WB EB Date of Analysis.......... ________________________________________________________ Other Information........ existing short 1- Conflicting Flows: (vph) 115 Potential Capacity: (pcph) 1211 Two-way Stop -controlled Intersection Movement Capacity: (pcph) 1211 Prob. of Queue -free State: 0.97 Northbound Sou thbound ' Eastbound Westbound ________________________________________________________ ;_-_L T ____ ---- R; L T R; L ____ ____i____ T R; ____ ---- L T ____ ____ R i . Step 2: LT from Major Street SB NB No. Lanes 0> 2< i---- 0� 0 0 0� 1 i---- � 1 0� 0 1 1 � ______________________________________________ Conflictin Flows: (vph) 9 0 Stop/Yield N; N; Potential Capacity: (pcph) 1714 Volumes 35 205 25; 5 70 ! 145 30 Movement Capacity: (pcph) 1714 PHF .95 .95 .95: I .95 .95 .95 .95 Prob. of Queue -free State: 0.98 Grade 0 0 0" 0 TH Saturation Flow Rate: (pcphpl) 3400 MC's (%) ; 0 0 0; 0 0 0 0 RT Saturation Flow Rate: (pcphpl) 1700 SU/RV's (%); 0 0 0; ; 0 0 0 0 Major LT Shared Lane Prob. CV's (%) 0 0 0; 0 0 0 0 of Queue -free State: 0.97 PCE's 1.1 1.1 1.11 11.1 1.1 1.1 1.1 -------------------------------------------------------- ------------------------------------------------------------------------ Step 3: TH from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 252 265 Potential Capacity: (pcph) 777 763 Adjustment Factors Capacity Adjustment Factor due to Impeding Movements 0.97 0.97 Vehicle Critical Follow-up Movement Capacity: (pcph) 757 743 Maneuver --------------------------------------------------------------- Gap (tg) Time (tf) Prob. of Queue -free State: 0.78 0.89 Left Turn Major Road 5.50 2.10 ------------------------------------------------------- Step 4: LT from Minor Street WB EB Right Turn Minor Road 5.50 2.60 -------------------------------------------------------- Through Traffic Minor Road 6.50 3.30 I Conflicting Flows: (vph) 313 Left Turn Minor Road 7.00 3.40 Potential Capacity: (pcph) 668 Major LT. Minor TH Impedance Factor: 0.76 Adjusted Impedance Factor: 0.81 Capacity Adjustment Factor due to Impeding Movements 0.79 Movement Capacity: (pcph) ------------ ____________________________________________ 527 Intersection Performance Summary F1owRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App EB L 6 521 6.9 B - EB T 81 743 5.4 8 5.5 WB T 168 757 6.1 B 5.6 WB R 35 1211 3.1 A i i NB L 41 1714 2.2 A 0.3 Intersection Delay = 2.9 Center For Microcomputers In Transportation Center For Microcomputers In ;Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 HCS: Unsignalized Intersection Release 2.1 Page 2 File Name ................ Streets: (N-S) mason (E-W) maple - Major Street Direction.... NS WorkSheet for TWSC Intersection Length of Time Analyzed... 60 (min) -------------------------------------------------------- Analyst................... mjd - Step 1: RT from Minor Street WB EB Date of Analysis.......... Other Information......... 6/1 esistina short 4 A� ______________________________________________________- Conflicting Flows: (vph) 55 Potential Capacity: (pcph) 1299 Two-way Stop -controlled Intersection - Movement Capacity: (pcph) 1299 ------------------------------------------------ ------------ - Prob. of Queue -free State: I.00 Northbound ! Southbound Eastbound Westbound -------------------------------------------------------- L T ---- ---- --- R: L T R! L '---- ---- ----I---- - T R! L T R Step 2: LT from Major Street SB NO No. Lanes 1 0> 2< 01 0 0 0! 1 ---- ----I---- 1 01 --- ---- 0 1 1 ---------------------_--------------------------------- Conflicting Flows: (vph) 0 Stop/Yield ! N! -N! Potential Capacity: (pcph) 1714 Volumes ! 25 85 251 5 95 ! 105 5 Movement Capacity: (pcph) 1714 PHF 1 .95 .95 .951 .95 .95 .95 .95 Prob. of Queue -free State: 0.98 Grade 0 i 0 0 ! 0 TH Saturation Flow Rate: (pcphpl) 3400 MC's (%) 0 0 0! 0 0 0 0 RT Saturation Flow Rate: (pcphpl) 1700 SU/RV's (%)! 0 0 0! 0 0 0 0 Major LT Shared Lane Prob. CV's (%) 0 0 0! 0 0 0 0 of Queue -free State: 0.98 PCE's ! 1.1 1.1 1.1! ! 1.1 1.1 ! 1.1 1.1 ------------------------------------------------------- ----------------------------------------------------------------------- Step 3: TH from Minor Street -------------------------------------------------------- WB EB Conflicting Flows: (vph) 122 135 Potential Capacity: (pcph) 926 909 Adjustment Factors Capacity Adjustment Factor due to Impeding Movements 0.98 0.98 Vehicle Critical Follow-up Movement Capacity: (pcph) 910 893 Maneuver ----------------------------------------------------------------- Gap (tg) Time (tf) Prob. of Queue -free State: 0.87 0.88 Left Turn Major Road 5.50 2.10 ----------------------___------------------------------- Step 4: LT from Minor Street W8 EB Right Turn Minor Road 5.50 2.60 -------------------------------------------------------- Through Traffic Minor Road 6.50 3.30 Conflicting Flows: (vph) 164 Left Turn Minor- Road 7.00 3.40 Potential Capacity: (pcph) 832 Major LT, Minor TH Impedance Factor: 0.85 Adjusted Impedance Factor: 0.89 Capacity Adjustment Factor due to Impeding Movements 0.88 Movement Capacity: (pcph) ---------------- ----------------- 733 i Intersection Performance Summary F1owRate MoveCap SharedCap Avg,Total Delay i Movement v(pcph) Cm(pcph) Csh(pcph) ________ ______ ______ ______ Delay______ _____ LOS By Apo I EB L 6 733 5.0 -____- A _________ EB T 110 893 4.6 A 4.6 WB T 122 910 4.6 A 4.5 WB R 6 1299 2.8 A NB -L 29 1714 2.1 A 0.4 Intersection Delay = 2.9 M HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-04-1980 Center For Microcomputers In Transportation Streets: (E-W) laporte (N-S) mason Analyst: Matt Delich File Name: Area Type: Caa pm Comment existing short Eastbound Westbound Northbound Southbound L T R L T R L T R ; L T R ---- ---- ----'---- ---- --- ---- ---- ---'---- ---- ---- No. Lanes ; 1 2 2 < > 2 < Volumes 30 230 130 25! 4085 45 PHF or PK15�0.95 0.95 0.95 0.95:0.95 0.95 0.95: Lane Width 112.0 12.0 ; 12.0 12.0 Grade ; 0 0 0 % Heavy Veh; 1 1 1 1 1! 1- 1 1! Parking ;(Y/N) Y 20 ;(Y/N) Y 20 ;(Y/N) Y 20 Bus Stops ; 0; 0; 0; Con. Peds - 0; 0; 0; 0 Ped Button ;(Y/N) N ;(Y/N) N ;(Y/N) N Arr Type .1 3 3 ' 3 3; 3 3 3i. RTOR Vols 01 0; 0 Lost Time ,3.00 3.00 ; 3.00 3.00;3.00 3.00 3.00: Prop. Share; -1 -11 -1 -l; -1 -1 Prop. Prot.; -2; -2; -2 ------------------------ --------------------------------------------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left * ;NB Left Thru * Thru Right ; Right Peds Peas W8 Left ;SB Left Thru * Thru Right * Right Peds Peds NB Right ;EB Right SB Right :WB Right Green 30.OP ;Green 45.OP Yellow/AR 5.0 :Yellow/AR 5.0 Cycle Length: 85 secs Phase combination order: #1 #5 -------------- --------- - ---------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ---- ----- ----- --- ----- --- EB L 419 1114 0.076 0.376 12.9 B 13.6 B T 1147 3048 0.221 0.376 13.7 B WB TR 1120 2974 0.153 0.376 13.3 8 13.3 B NB LTR 1601 2895 0.117 0.553 6.9 8 6.9 B Intersection Delay = 11.6 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.159 ---- ------------ ---------- ---- --=-------- ------- ---------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-04-1980 Center For Microcomputers In Transportation Streets: (E-W) laporte (N-S) mason Analyst: Matt Delich Area Type: C5n, File Name: 6-16-95 am pm Comment: -xis ing short Eastbound ; Westbound Northbound Southbound L T ' --- ---- ---- R L T R L T R --- ---- L T R No. Lanes 1 2 ---- ---- 2 < > 2 < Volumes 25 220 - 250 35; 90 215 100 PHF or PK15;0.95 0.95 i 0.95 0.9510.95 0,95 0.95: Lane Width :12.0 12.0 12.0 12.0 Grade 0 ; 0 ; 0 ' % Heavy Veh; 1 1 ; 1 1; 1 1 .1; Parking :(Y/N) Y 20 ;(Y/N) Y 20 ;(Y/N) Y 20 Bus Stops 0; 0; 0 Con. Peds 1 01 0; 0; 0 Ped Button ;(Y/N) N ;(Y/N) N ;(Y/N) N Arr Type 1 3 3 3 3; .3 3 3; RTOR Vols ' 01 0: 01. Lost Time 13.00 3.00 3.00 3.00;3.00 3.00 3.00: Prop. Share; -1 -11 -1 -11 -1 -1 Prop. Prot.; ------------------------------------------------------ -2; -2; -2 ------------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left * ;NB Left Thru * Thru Right Right Peds Peds WB Left ;SB Left Thru * Thru Right * Right Peds Peds NB Right ;EB Right SB Right ;WB Right Green 30.OP ;Green 45.OP Yellow/AR 5.0 ;Yellow/AR 5.0 Cycle Length: 85 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB L 306 814 0.085 0.376 13.0 B 13.6 B T 1147 3048 0.213 0.376 13.7 B WB TR 1127 2993 0.280 0.376 14.1 B 14.1 8 NB LTR 1604 2901 0.279 0.553 7.7 B 7.7 B .Intersection Delay = 11.2 sec/veh Intersection LOS = B LostTime/Cycle, L = 6.0 sec Critical v/c(x) = 0.279 -------------------------------------------------------------------- M = = M HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-04-1980 Center For Microcomputers In Transportation ---------------------------------------------- -------------- Streets: (E-W) laprorte/ WALQU'r (N-S) college Analyst: Matt Delich File Name: Area Type: CBD 6-16-95 ai pm C o m m e n t Ystin short Eastbound Westbound Northbound Southbound L T R L T R ; L T R L T R --------f---- ---- ----I---- ---- ----f--- No. Lanes 1 1 1 1 1 1< 1 2< 1--2_-<--- Volumes ; 100 125 60; 20 45 201 70 270 55; 20 455 45 PHF or PK1510.95 0.95 0.95:0.95 0.95 0.95:0.95 0.95 0.9510.95 0.95 0.95 Lane Width :12.0 12.0 12.0112.0 12.0 :12.0 12.0 112.0 12.0 Grade i 0 0 0 - 0 % Heavy Veh; 1 1 1; 1 1 1; 1 2 1; 1 2 1 Parking I(Y/N) N ;(Y/N) N ;(Y/N) Y 20 ;(Y/N) Y 20 Bus Stops 0; 01 01 0 Con. Peds 0; 0; 0; 0 Ped Button :(YIN) N ;(Y/N) N ;(Y/N) N ;(Y/N) N Arr Type 3 3 31 3 3 3; 3 3 3; 3 3 3 RTOR Vols 0; 0; 0; 0 Lost Time :3.00 3.00 3.00;3.00 3.00 3.0013.00 3.00 3.00;3.00 3.00 3.00 Prop. Share; -1 -1; -1 -1; -1 -1; -1 -1 Prop. Prot.; -2; -21 -21 -2 --------------------------------------------------------------------- - Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left * ;NB Left Thru * ; Thru Right * Right Peds ; Peds WB Left * ;SB Left Thru * Thru Right * Right Peds ; Peds NB Right :EB Right SB Right ;WB Right Green 22.OP ;Green 6.OP 41.OP Yellow/AR 5.0 ;Yellow/AR 5.0 6.0 Cycle Length: 85 sees Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/C g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB ----- L ---- 366 ------- 1297 ----- 0.287 ----- ----- 0.282 18.2 --- C ----- 18.0 --- C T 478 1693 0.276 0.282 18.1 C R 406 1439 0.155 0.282 17.4 C WB L 286 1012 0.073 0.282 17.0 C 17.3 C TR 456 1614 0.149 0.282 17.4 C N8 L 389 1608 0.190 0.224 4.5 A 7.9 6 TR 1522 2941 0.236 0.518 8.6 8 SB L 526 1608 0.040 0.224 4.2 -A 9.1 8 TR 1541 2977 0.358 0.518 9.3 B Intersection Delay = 11.2 sec/veh Intersection LOS = B Lost _______________________________________________________________________ Time/Cycle. L = 9.0 see Critical v/c(x) = 0.349 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-04-1980 Center For Microcomputers In Transportation ---------------------------------------------------------------- ---------- Streets: (E-W) laporte/*A*x�=-tJACUI/"r (N-S) college Analyst: Matt Delich File Name: Area Type: C_BO 6-16-95 am m C o m m e n short --------------------------'-=____________-______________-______________ ' Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- --- I ---- ---- --- ---- --- ---- ____ ____ ---- No. Lanes 1 1 1 1 1 < 1 2 < 1 2 < Volumes 80 120 130: 75 95 40: 120 630 100: 45 560 75 PHF or PK15;0.95 0.95 0.95:0.95 0.95 0.95:0.95 0.95 0.95;0.95 0.95 0.95 Lane Width :12.0 12.0 12.0;12.0 12.0 ;12.0 12.0 ;12.0 12.0 Grade 0 0 0 0 % Heavy Veh; 1 1 -1; 1 1 11 1 2 11 1 2 1 Parking �(Y/N) N i(Y/N) N :(Y/N) Y 20 ;(Y/N) Y 20 Bus Stops 0; 0; 0; 0 Con. Peds 0; 0; 0; 0 Ped Button ;(Y/N) N ;(Y/N) N ;(Y/N) N ;(Y/N) N Arr Type i 3 3 3; 3 3 3; 3 3 3; 3 3 3 RTOR Vols 0; 01 0; 0 Lost Time :3.00 3.00 3.00;3.00 3.00 3.00:3.00 3.00 3.00:3..00 3.00 3.00 Prop. Share; -1 -1; -1 -11 -1 -1; -1 -1 Prop. Prot.; -2i -2; -2; -2 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left * ;NB Left Thru * Thru Right * Right Peds Peds WB Left * ;SB Left Thru * ; Thru Right * Right Peds Peds NB Right ;EB Right SB Right ;WB Right Green 22.0P ;Green 6.OP 41.OP Yellow/AR 5.0 ;Yellow/AR 5.0 6.0 Cycle Length: 85 secs Phase combination order: #1 #5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- --- ----- ----- ---- ----- --- ----- --- EB L 274 971 0.306 0.282 18.4 C 18.3 C T 478 1693 0.264 0.282 18.0 C R 406 1439 0.337 0.282 18.6 C WB L 293 1038 0.270 0.282 18.1 C 18.3 C TR 457 1617 0.311 0.282 18.4 C NS L 307 1608 0.410 0.224 5.6 B 9.9 B TR 1529 2954 0.527 0.518 10.6 8 S8 L 269 1608 0.175 0.224 4.9 A 9.7 B TR 1534 2963 0.457 0.518 10.0 B Intersection Delay = 12.0 sec/veh Intersection LOS = B Lost Time/Cycle. L = 9.0 sec Critical v/c(s) = 0.499 _______________________________________________________________________ = = = = = = = r = = = = i = = = M HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-04-1980 Center For Microcomputers In Transportation ----------------------------------------------------------------------- ______________________________________________ Streets: (E-W) maple/jefferson (N-S) college Analyst: Matt Delich File Name: Area Type 6-16-95 a pm Comment: ex lsting short - ------- ----- ---------------------------- ----------------------'-__ Eastbound - Westbound Northbound Southbound L T R L T R 1 L T R ; L T R ---- ---- - --------1--- ----I--- No. Lanes 1 1 1 > 1 1 1 2< ;. 1 2--<__-- Volumes 30 50 25; 30 75 2201 20 290 65: 330 515 20 PHF or PK15;0.95 0.95 0.95:0.95 0.95 0.95;0.95 0.95 0.95;0.95 0.95 0.95 Lane Width 112.0 12.0 12.01 12.0 12.0;12.0 12.0 :12.0 12.0 Grade 0 0 0 0 % Heavy Veh; 1 1 11 1 1 4; 1 2 1; 4 2 1 Parking ;(Y/N) Y 20 I(Y/N) N ;(Y/N) Y 20 ;(Y/N) N Bus Stops I 0; 0! 0; 0 Con. Peds 0;- 0; 0; 0 Ped Button ;(Y/N) N ;(Y/N) N ;(Y/N) N :(YIN) N Arr Type 3 3 3; 3 3 3; 3 3 3; 3 3 3 RTOR Vols 01 0; 01 0 Lost Time ;3.00 3.00 3.00:3.00 3.00 3.00:3.00 3.00 3.00:3.00 3.00 3.00 Prop. Share; -1 -I; -1 -1; -1 -1; -1 -1 Prop. Prot.; -2; -21 -2; -2 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left * ;NB Left Thru * Thru Right * Right Peds Peds W8 Left * ;SB Left Thru * Thru Right * Right Peds Peds NB Right ;E8 Right SB Right ;WB Right Green 26.OP ;Green 35.OP 29.OP Yellow/AR 5.0 ;Yellow/AR 0.0 5.0 Cycle Length: 100 secs Phase combination order: kl 45 #6 _______________________________________________________________________ Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ---- ----- --- ----- --- EB L 303 1083 0.106 0.280 20.3 C 20.3 C T 474 1693 0.112 0.280 20.3 C R 403 1439 0.065 0.280 20.1 C WB LT 444 1584 0.250 0.280 21.2 C il.l 8 k 881 1398 0.263 0.630 6.3 B NB L 148 477 0.142 0.310 19.0 C 21.0 C TR 910 2936 0.431 0.310 21.1 C SB L 677 1562 0.544 0.670 7.0 B 6.0 B TR 2200 3333 0.269 0.660 5.4 6 Intersection Delav = 11.2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.483 _______________________________________________________________________ HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 01-04-1980 Center For- Microcomputers In Transportation --------------------------------------------------------------- _____________________________________________________ Streets: (E-W) maple/jefferson (N-S) college Analyst: Matt Oelich File Name: Area Type: C80 6-16-95 am pm Comment(exlsting short Eastbound Westbound Northbound Southbound L T R ; L T R L T R L T R ---- ---- ----I---- ---------- --------1---- ---- ---- No_ Lanes 1 1 1> 1 1 1 2< 1 2 Volumes 25 55 40; 70 90 400; 40 620 70: 300 520 40 PHF or PK1510.95 0.95 0.95;0.95 0.95 0.95:0.95 0.95 0.95;0.95 0.95 0.95 Lane Width :12.0 12.0 12.01 12.0 12.0;12.0 12.0 :12.0 12.0 Grade 0 0 0 0 % Heavy Veh; 1 1 1; 1 1 4; 1 2 1; 4 2 1 Parking ;(Y/N) Y 20 I(Y/N) N ;(Y/N) Y 20 i(Y/N) N Bus Stops I 0; 01 01 0 Con. Peds 0; 0; 0; 0 Ped Button ;(Y/N) N ;(YIN) N ;(Y/N) N ;(Y/N) N Arr Type 3 3 3; 3 3 3; 3 3 3: 3 3 3 RTOR Vols 0; 0; 0; 0 Lost Time :3.00 3.00 3.00:3.00 3.00 3,00:3.00 3.00 3.00:3.00 3.00 3.00 Prop. Share; -1 -1; -1 -11 -1 -1; -1 -1 Prop. Prot.; -2; -2; -2; -2 _______________________________________________________________________ Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left * ;NB Left Thru * Thru Right * ; Right Peds Peds WB Left * :58 Left ' Thru * ; Thru Right * Right Peds ; Peds NB Right ;E8 Right 58 Right :WB Right Green 26.OP ;Green 27.OP 47.OP Yellow/AR 5.0 ;Yellow/AR 0.0 5.0 Cycle Length: 110 secs Phase combination order: #1 N5 N6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio 'Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB L 206 808 0.126 0.255 24.0 C 24.0 C T 431 1693 0.135 0.255 24.1 C R 366 1439 0.115 0.255 23.9 C WB LT 374 1470 0.452 0.255 26.9 0 19.1 C R 699 1398 0.602 0.500 16.0 C N8 L 198 445 0.212 0.445 14.3 8 17.6 C TR 1324 2972 0.576 0.445 17.8 C SB L 438 1562 0.721 0.464 19.7 C 9.9 B TR 2292 3318 0.270 0.691 4.9 A Intersection Delay.= 15.4 sec/veh Intersection LOS = C Lost Time/Cycle. L = 9.0 sec Critical v/c(x) = 0.625 _______________________________________________________________________ �J 1 i 1 APPENDIX B u II CITY OF FORT COLLINS TRAFFIC ENGINEERING Site Code : OND0020 PAGE: I ,v-S Street: COLLEGE AVE. - FILE: 20-I1-89 E-W Street: KPLENEFFERSON Weather : FAIR Noveaents oy: Primary DATE: 11/07/89 PEAK PERIOD ANALYSIS FOR THE PERIOD: 1:30 AN - 08:30 AN DIRECTION START- PEAK RR ........... VOLICIES ........... ...... PERCENTS ....... FROM PEAK HOUR FACTOR PEDS Right Thru Left Total PEDS flight Thru Left North 7:30 AN 0.87 . 5 17 458 342 BIT - 2 55 42 East 7:10 AN 0.90 2 195 72 27 294 - 66 24 9 South 7:30 AN 0.90 0 57 254 19 330 - 17 71 6 West 7:30 AM 0.64 0 5 31 10 46 - 11 51 22 Entire Intersection North 7:10 AM 0.87 5 17 458 342 BV - 2 55 42 East 0.90 2 135 72 27 294 - 68 24 9 South 0.90 0 57 254 19 330 - 11 77 6 West 0.64 0 5 31 10 45 - 11 57 22 ' COLLEGE AVE. ' ..; N W+E 459 .. [PEDS ] 5 17 s 458 342 ............ 2 [PEDS ] .... .............. — 817 — 195 .......... 108 .................. ; ... MAPLE/JEFFERSON 294 72 10 — — 27 31 46 - MAPLE/JEFFEERSON ... 430 .......... 5 — — 330 .................. [PEDS ] 0 a :............ 19 � 254 57 0 [PECS ] 490 .. .......... ; . COLLEGE AVE. Site Code : 00000020 r-i Strait: COLLEGE AVE. E-W Street: MAPLE/JEFFEASON Weather : FAIR CITY,OF FORT COLLINS TRAFFIC ENGINEERING . Novesents ay: Primary PAGE: I FILE: 20-11-89 DATE: 11/01/89 PEAK PERIOD ANALYSIS FOR THE PERIOD: 04:30 PM - OS:30 PM DIRECTION START PEAK F9 ........... VOLUXES ........... ...... PERCENTS ....... FROM PEAK NOVA FACTOR PEDS Right Thru Left Total PEGS Fight Thru Left North 4:30 PH 0.92 2 14 460 2a8 762 - 2 60 38 East 4:30 PH 0.91 1 373 78 59 510 13 15 12 South 4:30 PM 0.ag 0 59 549 13 621 10 88 2 West 4:30 PM 0.66 0 11 52 13 82 21 63 16 Entire Intersection North 4:30 PH 0.92 2 14 460 288 762 - 2 60 38. East 0.91 1 373 18 59 510 - 13 15 12 South 0.89 0 59 549 13 621 - 10 all 2 West 0.65 0 II 52 0 a2 - 21 63 16 ' COLLEGE AVE. ' ' N W+E ' .......... S ............ 935 .. ' [PEDS ] 2 14 ; 460 288 :............: � s 1 [PEGS I f.................. .................. — 762 — 373 .......... 105 ; ... MAPLE/JEFFEiRSON 510 78 13 — — 59 52 82 MAPLE/JEFFERSON ... ..399 .......... 17 — — 621 .................. .................. • [PEDS ] 0 ............: 13 549 59 0 [PEDS ] 536 .. ; 'I .......... . COLLEGE AVE. CITY OF FORT COLLINS Site Cade : 00000019 PAGE: t N-S Street: COLLEGE AVE. FILE: 19-11-09 E-N Street: LaPORTE AVE. SUNNY SONNY/COOL Movements by: Primary DATE: 11/02/89 PEAK PERIOD ANALYSIS FOR THE PERIOD: 8:30 AM - 09:30 AM DIRECTION START PEAK MR ........... VOLUMES ........... ...... PERCENTS ....... FROM PEAK HOUR FACTOR PED Right Thru Left Total PED Right Thru Left - ___—_---- _---___�__�____ North 8:30 AM 0.85 t 41 405 17 463 0 9 87 4 East 9:30 AN 0.82 6 15 39 18 72 8 21 54 25 South 8:30 AN 0.84 - 0 48 238 62 348 0 14 68 IR Nest 8:30 AM 0.73 0 60 123 99 282 0 21 44 35 Entire Intersection North 8:30 AM 0.85 1 41 405 17 463 0 9 87 4 East 0.82 6 15 39 18 72 8 71 54 25 South 0.84 0 48 238 62 348 0 14 68 18 Nest 0.73 0 60 123 99 282 0 21 44 35 COLLEGE AVE. 1.... N ____________ W_+_E - ............8 ....... I. I.. . ...1 CPED 3 1 I 41 1 405 1 17 1............� 6 CPED 3 ----_ .................. i � .................. --- 463 ---- __ 15 .......... 142 ... LaPORTE AVE. 72 39 — __________________ ; ______—__—________ 99 -- — 18 123 282 LaPORTE AVE. ... ------------ ------------ ; .................. 1 188 ..... 60 __ _—_ 348 ____ .................. ------------ p.__________________ CPED 3 O 1............: 62 1 238 1 48 1 O CPED 3 .. 483 COLLEGE AVE. CITY OF FORT COLLINS Site Code : 00000019 N-S Street: COLLEGE AVE. E-N Street: LaPORTE AVE. SONNY SONNY/COOL - Movements by: Primary PEAK PERIOD ANALYSIS FOR THE PERIOD: 05:30 PM - 06:30 PM DIRECTION START PEAK MR ........... VOLUMES ........... ...... PERCENTS ....... FROM PEAK HOUR FACTOR 'v PED Right Thru Left Total PED Right Thru Left North 5:30 PM 0.91 7 66 515 37 610 1 II^ B3 6 East 5:30 PM 0.87 9 27 . 83 64 174 5 16 48 37 South 5:30 PM 0.84 0 89 557 104 750 0 12 74 14 Nest 5:30 PM 0.88 I 130 117 76 323 0 40 36 21 Entire Intersection North 5:30 PM 0.91 7 66 515 37 618 1 11 03 6 East O.87 9 27 83 64 174 5 16 48 37 - South - 0.64 0 89 557 104 750 0 12 74 14 _ Nest 0.08 l 130 111 76 323 0 40 36 24 COLLEGE AVE. N ............ B :. •660 ... CPED 3 7 66 1515 1 37 �............. 9 CPED 3 ------------------ - .................. --- 618 ---- -- 27 .......... ................. 253 ;------------ PORTE -..—La------AVE.—_ 174 83 i 76 -- '— _____—______- 64 PAGE: I FILE: 19-I1-89 DATE: 11/02/99 117 323 LaPORTE AVE. ... ------------ ------------ ........... 243 .......... 130 -- ___ 750 __—_ ____________* I .................. __________________ CPED 3 1 1............: 104 1 557 89 0 CPED 3 709 ..., . ..; COLLEGE AVE. MATTHEW J. DELICH, P.E. 3413 BANYAN AVENUE LOVELAND, CO 80538 TABULAR SUMMARY O F VEHICLECOUNTS Oommer Date 6L5 9 Dal,- I A City r r OC'i l2oLLIq S R = Right tum INTERSECTION OF M'Q SON .27-Iffe6;"7r AND LA 'T Fsgm L=Lott �oum TIME BEGINS L1,A SOti.% TOTAL North South LA '?Of7G LA �oKYG East TOTAL vvw TOTAL ALL hem NORTH from SOUTH them EAST them WEST R S L I Total R S L Total R S L Tal ot R S L I Total 730 z zl 4 Z7 Z'7 z 25 27 S (o sl 7$ /or 745 4 z3 10 37 3-7 II 3Z 43 &0 $ (0 t 11 1 1 14 $ ?(70 1 13 17 9 129 z4 1 z(, z-7 48 T 5C0 $3 111z $IS 4 zo 15 39 w 39 11A z5 z4 45 T 53 $Z 141 730-840 1 1 13 38 132- 13z 1 101 1z(n 112 30 ZZ3 354 142,6 I I I I I I I 430 1 sR zo q4 4 3 sl 164 s3 7 6o I 4 1 ZoB 44e 2Z 67- 30 114 11 2 1,1 43 53 7 (c0 103 1217 5.00 24 5 123 912 4 S s 16>3 4& 4 S-o 113 ZI I s/s z 44 r7 o 0 4 Is40Z3 6a sl s s(o 119 Zo 3a5'.o III zrSJ7013% 39(a 14 zo9z03 Z3 ZZ.(b 447 S4s MATTHEW J. DELICH, P.E. 3413 BANYAN AVENUE LOVELAND, CO 80538 TABULAR SUMMARY OF VEHICLE COUNTS Observer Date Z 9s Day r je(D 4 V CI1tyy Fo e T CO L L /A) S R = Right turn ,1 INTERSECTION OF A4 A '-' 0 � AND A4 A ` (' (- L Lotttt1t m TIME BEGINS MASO" TOTAL South A4APLE PA I'(- 7� West AL TALL fmm NORTH from SOUTH fmm EAST them WEST R S L Total R S L Total R S L Total R S L Total 7301 1 14 19 5" 28 ZS 1 z2 z3 ZI o zl 44 7Z 7 4$ Z7 17 40 44 0 Z- 35' 37 1 7,7 0 z '7 (D 4 1 1 o 4- $00 IS 1(9 S 2(9 z(o 1 ZI Z'4 I z3 10 z3 45 7 815 60 ZL 17 34;" 3S 1 1 2 zz- of O ZI 4C 1 7wE3o z 'J4 IL4 I Z ! Z 9 s l 2jo 7 z o 2 14 31 13 Z 8 .II I IN I w I w 1 :O 7 5 1 (0 70 7 0 `E 130 1 59 14 3 / 7 ss 1 /Z S 445 18 4 17 &3 65 117 131 1 34 I I I I Z b- 113 SoU 3 6v 110 63 10 3 4'5 22 O zZ. S /Z? 5/S 3 4 S s'4 41 43 2i z 3 7 t 317 436y2o 21 203 31 255 zyS zL 141 1(97 G9 5 7 4 7.41 4-9 Co J APPENDIX A VI. RECOMMENDATIONS This study assessed the impacts of the Train Depot Rehabilitation Project as city offices on the key streets and intersections in this area of Fort Collins, Colorado. As a result of the analysis, the following conclusions were drawn: - The key intersections currently operate acceptably. - The proposed Stormwater Utility Office is expected to generate 290 vehicle trip ends on an average weekday. It is expected that 25 and 30 trip ends will be generated during the respective morning and afternoon peak hours. Due to interaction between the Stormwater Utility staff and other city departments, many trips will be walk trips. - The results of the intersection operational analysis indicate that with development of the proposed Depot office building, the key intersections will continue to operate at acceptable levels of service. - The alley area in this block will be enhanced to be pedestrian friendly. This pedestrian area will also be designed to accommodate occasional service vehicles. - Based on the analysis in this report, no additional roadway improvements are recommended to accommodate the site generated traffic. When/if other developments occur in this area, (i.e. County Green and City Green), an area wide traffic study should be performed. 7 V Operational Analysis TRANSPORTATION IMPACTS Traffic analyses were performed using the peak hour traffic shown in Figure 9. The results of these analyses are provided in Table 3. Calculation forms are provided in Appendix C. The results indicate that the key intersections are expected to operate at acceptable levels of service. The traffic related impacts from the proposed Depot office building are expected to be minimal. The Stormwater Utility Office is not a high generator of vehicle trips. Peak hour travel is primarily related to employees. Non -peak hour travel (8:30 AM to 4:00 PM) is related to meetings either at this facility or employees going to other locations. Due to the proximity to other related city departments, many of these trips will be walk trips. This particular city department is not a high generator of general citizen visits. The block bordered by Mason, La Porte, Maple, and College is being designed to be pedestrian friendly. The Depot building development is integral in that concept. The north/south alley will provide a spine to the pedestrian circulation. The pedestrian area will need to accommodate occasional service vehicles, but this should not be detrimental to pedestrian use. Convenient pedestrian connections to both Mason Street and College Avenue will enhance circulation in this block. Table 3 Short Range Intersection Operation ■ Level of Service Intersection AM PM (signal) B C College/Maple/Jefferson ' College/La Porte/Walnut (signal) B B La Porte/Mason (signal) B B Mason/Maple (stop sign) EB LT B B EB T A B WB T A B WB RT A A NB LT A A Mason/Site Access (stop sign) WB RT A A 6 i M O � \\ \o o 225/410 N n M 5/35 / 80 95 f 110/150 MAPLE 15/15 + /--- 35/75 1005 10/10 5 O 55/60 - o �o n Ln 30/50 -� Lo \o M G M N O 1 O Y Y Z Site w O 5/20 %j U o� C-, \ � - 00 00 0 \'n \ \- 20/45 35/40 CDv o — 50/100 135/255 LA PORTE + - 21/11 3Y30 f 105/85 -� } 235 225 — o N o 130 125 ---- N v o �� 65/135 - a,)O Wnoo rnLO napto N AM / PM Rounded to the Nearest 5 Vehicles. 1997 TOTAL PEAK HOUR TRAFFIC Figure 9 5/31 107/148 5/5 97/71—�- M O N � co fl N co — 26/36 -133/255 31/26 235/224 cj � o AM / PM LA PORTE o m M O � M �� L 22408 77 92 j �l - 31 /71 31/26 51 /56 Nrl 26/41 o N to CN N rn U \-- 20/41 o UD 4-N — 46/97 20/77 102/82 r 128/122 - Nn c-4I 61/133 �to nLn N N 1997 BACKGROUND PEAK HOUR TRAFFIC Figure 8 NOM./2 2/NOM. ) I N N 3/1 0 C� MAPLE /� 5/t N N + --1 /NOM. 2/NOM. I 1 /4 NOM./2 1/%- 0 0 \ Z Z N rirrin�rr, Site AM / PM 0 0 N � Z LA PORTE �. 1/NOM. rl) O N N SITE GENERATED PEAK HOUR TRAFFIC Figure 7 0 N I Lo II I II I I II I MAPLE STREET W t � I W -- > Si e l _-� J J V Lo to I b\ a Lo ZO A& N NO SCALE TRIP DISTRIBUTION Figure 6 I I IV. TRAFFIC PROJECTIONS Trip Distribution The overall directional distribution of the site generated traffic was determined based on the location of the site within the City of Fort Collins. The overall trip distribution used in the analysis of this report is shown on Figure 6. 1 Traffic Assignment Traffic assignment is how the generated and distributed trips are expected to be loaded on the roadway network. The site generated trip assignments are shown on Figure 7. Background traffic for the area was developed using the existing peak hour traffic volume data, depicted earlier on Figure 5. The year 1997 was selected as the analysis year. It is expected that. the building would be occupied some time in 1996. The year 1997 background traffic was developed by factoring the existing through traffic volumes by 1 percent per year. A one percent per year increase was used since recent historic traffic counts indicate very low traffic increases on these streets in the central area of Fort Collins. The resulting year 1997 background traffic is shown on Figure 8. The site generated traffic was combined with the background traffic to determine the total projected traffic in the study area after completion of the proposed project. The resulting total traffic projections are provided on Figure 9. Long range (year 2015) traffic forecasts are not included in this study. Conversations with city staff indicated that a number of potential public sector developments (County Green and City Green) would have considerable area wide transportation impacts in this area. When/if those developments are proposed, an area wide traffic study should be prepared. 1. 1 I J 5 a III. TRIP GENERATION Trip generation characteristics, compiled by the Institute of Transportation Engineers in their report entitled Trip Generation, 5th Edition and updated February 1995, were applied to the proposed M office use in order to estimate the daily, and morning and afternoon peak hour vehicle trips ends. A vehicle trip is defined as a one-way vehicle movement from a point of origin to a point of destination, with an origin or destination being at this site. . Land use code 730 (Government Office Building) was used with the number of employees as the independent variable. The afternoon peak hour trip rates were determined using relationships between land use code 730 and land use code 710 (General Office Building). Table 2 illustrates the projected daily, and morning and afternoon peak hour traffic volumes generated by the proposed project. 1 Table 2 Trip Generation Daily A.M. Peak P.M. Peak Land Use Trips Trips Trips Trips Trips in out in out Government Office Bldg. 290 21 4 5 24 24 Employees 4 an acceptable level of service is typically defined as Level of Service D or better (LOS A, B, C, or D). Table 1 1995 Intersection Operation Level of Service Intersection AM PM College/Maple/Jefferson (signal) B C College/La Porte/Walnut (signal) B B La Porte/Mason (signal) B B Mason/Maple (stop sign) EB LT A B EB T A B WB T A B WB RT A A NB LT A A 3 N 00 N S O t7 4- Lo 220/400 / �N ro to f-75/90 f 105/145 MAPLE 10/10 + f— 30/70 5 5 f r 5/10 30/25 - I 95 70 to to to to to 50 55 — o 0 " om 25/40 t i� t i c V t n N t o N O to co T N W zi 0 O w m J Q J U to to 25/35 LO to — 130/250 r ` '**-- 5/20 30/25 —f ) } r 5/10 230 220 rn Lo C3 � 00 0 to �-- 20/40 "'45/95 LA PORTE + � /� 20/75 100/80 t 125/120 o 60/130 �r� N AM / PM Rounded to the Nearest 5 Vehicles. 1995 BALANCED PEAK HOUR TRAFFIC Figure 5 N 1989 1995 1995CD00 �— 195 313 '' 'o - 72 78 102/141 MAPLE t o/t o + /-- 27/59 92Y5 I 5/8 30%513 2 NON -� 5/17� Q'v i on N i Z co a 18/14 --108/209 3Y23 198 203 ei \N 00\M � Do 1995 AM / PM 5/19 1989 'o�-15/27 39/83 LA PORTE /`-18/64 I roll 99/76 123/117 a 60N /130—� 1995 RECENT PEAK HOUR TRAFFIC Figure 4 CHERRY STREET I I II I II I I I 1 I MAPLE 4TREET UI o H Of o ❑ wEli� I � y o w a 3 0 0 Z = _ m U Z I 101 LA PORTE AVENUE W. MOUNTAIN AVENUE PRIMARY STREETS �4116. N NO SCALE iI rld ��r�11■11�'lll 281 �F9 IN. COLLEGE, z w TRAIN , w DEPOT ' w J --� - _ I I I M i O a I Il 1�lm Figure 3 I tII. EXISTING CONDITIONS Existing and Future Street System Within the study area (Figure 3), the following roadways would carry traffic to and from the proposed project: Mason Street, La Porte Avenue, Maple Street, and College Avenue. A brief description of each of these roadways is provided below. Mason Street is the northbound half of a one-way couple (with Howes Street). Mason is striped to accommodate two travel lanes. There is a railroad track in the center of Mason Street that separates the travel lanes. There is a traffic signal at the Mason/La Porte intersection. La Porte ! Avenue is an east/west street with two travel lanes in i each direction. There are left -turn lanes at a number of street •and driveway intersections along La Porte Avenue. In addition to the signal at Mason Street, there is a signal at the College/La Porte intersection. Maple Street is an east/west street with one travel lane in each direction. There is a traffic signal at the College/Maple intersection. Maple Street has stop sign control at Mason Street. College Avenue is a north/south arterial street with two travel lanes in each direction. There is diagonal parking on both sides and in the center of College Avenue. There are auxiliary turn lanes at most street intersections along College Avenue. Existing Intersection Operations Peak hour traffic counts were conducted at the Mason/La Porte and Mason/Maple intersections in June 1995. Counts were also obtained at the alley intersections. Trafficcounts were obtained from the City of Fort Collins at the College/La Porte and College/Maple intersections. The counted peak hour traffic is shown in Figure 4. Raw traffic counts are provided in Appendix A. The peak hour traffic shown in Figure 5 was balanced to reflect 1995 conditions. The signalized. and unsignalized intersection analysis techniques, as published in the Highway Capacity Manual by the Transportation Research Board in 1994, were used to analyze the key intersections. These techniques allow for the determination of the intersection level of service based on delay of each traffic movement. The intersection levels of service for the Figure 5 traffic conditions are provided in Table 1. The analysis worksheets are provided in Appendix B. As shown in Table 1, the key intersections currently operate at acceptable levels of service. In urban areas, W m 0 z SITE PLAN MAPLE STREET A& N NO SCALE Figure 2 0 I PTI. 1959263 , f r Z a 49 77 North Yards ray„P TRAIN DEPOT' Ugar REHABILITATION PROJECT Refinery in �L7 Q U L I LIJI, D oll -4, 10- U DUE MIA w F7F Zia DIE m [Ell wj ::-z SEtwage -E].' EMEJ :CPO Mposal J.- BM4954,, o, SMTE UNIVL-17 U 4� N Unr[ �E NO SCALE SITE LOCATION Figure 1 I. INTRODUCTION This traffic impact study addresses the capacity, geometric, and control requirements associated with the Train Depot Rehabilitation Project on Mason Street in Fort Collins, Colorado. The site location is shown on Figure 1. Site Location The site is located on Mason Street between La Porte Avenue and Maple Street. The study area to be examined in this traffic impact analysis encompasses the following intersections: Mason/La Porte, Mason/Maple, College/Maple, and College/La Porte. Operation at the access driveway was also evaluated. Existing and Proposed Land Uses The project site currently has an historic building that is vacant. The proposed project entails rehabilitation of the existing building and an addition. The building will be an office use, comprised of 9800 square feet. The building will be occupied by the Fort Collins Stormwater Utility. It is anticipated that the project would be completed in the year 1996. Figure 2 shows a site plan of the Train Depot area. Site Access Access for the Depot building is proposed primarily from Mason Street. It is proposed that a parking lot would be improved to the west of 281 North College (other City offices) with access via the existing alley to Maple Street, also. A primary feature of the Depot rehabilitation is provision of pedestrian access through the interior of this block. Pedestrian access will primarily be north/ south, with a connection to College Avenue between 281 North College and a proposed car wash to the east of the Depot. 1 I 1 1 TRAIN DEPOT REHABILITATION PROJECT SITE ACCESS STUDY FORT COLLINS, COLORADO JUNE 1995 Prepared for: Aller, Lingle Architects, P.C. 748 Whalers Way, Bldg. E, Suite 200 Fort Collins, CO 80525 I Prepared by: MATTHEW J. DELICH, P.E. 3413 Banyan Avenue Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 III